JP4463140B2 - Seismic reinforcement method for masonry walls - Google Patents

Description

  The present invention piles up stones along the ground slope and fills the gap between the stones and the ground with a smaller diameter chestnut than the stones to prevent the ground slope from collapsing and to support the earth pressure The present invention relates to a method for preventing deformation at the time and increasing the strength at the time of earthquake.

  Conventionally, the structure shown in FIG. 8 is generally used as the structure of the stone walls existing along the railway. This stone masonry wall 1 piles up the masonry material 2 along the slope (steep slope) S of the ground G, and is a chestnut that is smaller in diameter than the masonry material 2 in the gap between the adjacent masonry materials 2. It is configured by filling the stone 4 and filling the space between the stone 2 and the ground G with the stone 5 having a smaller diameter than the stone 2. With this configuration, the masonry wall 1 functions as a retaining wall that prevents the slope S of the ground G from collapsing and supports earth pressure from the ground G. In FIG. 8, the code | symbol 3 has shown the foundation of this masonry wall 1, and consists of one or several stone materials or concrete (unreinforced concrete or reinforced concrete). Moreover, in FIG. 8, the code | symbol 6 has shown the foundation chestnut laid between the downward direction of the foundation 3 of this masonry wall 1, and the ground surface. Moreover, in FIG. 8, the code | symbol 8 has shown the covering soil installed so that the lower end of this masonry wall 1 and the upper direction of the foundation 3 may be coat | covered.

  As the masonry material 2 used for the above-described conventional stone masonry wall 1, generally, the wilt stone 2K shown in FIG. 9 is used. As shown in FIG. 9, the machinite 2K is a stone formed in a shape in which a thick plate-like portion is joined to the bottom of a substantially pyramid-shaped solid. The portion indicated by reference numeral 23 corresponding to the bottom surface of the thick plate-like portion in the Satoshi stone 2K is called a “face (icicle)” and has a substantially rectangular shape or a substantially square shape. It becomes the surface of the masonry wall 1. Moreover, the part shown by the code | symbol 22 corresponded to the side surface of a thick plate-shaped part among the Satoshi stones 2K is called a "joint", and the part which Satoshi stones contact when stacked. It is. In addition, a portion indicated by reference numeral 21 corresponding to the truncated pyramid portion of the Sorachi stone 2K is called a “trunk” and is filled in a space surrounded by the adjacent Sorachi stones 21. This is the intruder stone 4. The portion indicated by reference numeral 24 corresponding to the top surface of the pyramidal trapezoidal portion of the Sorachi stone 2K is called “tomo”, and after being stacked, the rear end of the Sorachi stone 2K (on the ground G) This is the part that will be the closest edge. The length indicated by L10 in FIG. 9 is referred to as “reserved length”, and indicates the depth distance from the retaining wall surface to the rear end of the ground when the Machiishi 2K is stacked on the retaining wall. In addition, the conventional masonry walls along railway lines use a method called “empty loading” that does not use mortar or other bonding material when the upper stone is loaded on the lower stone. ing. A method of using a joining material such as mortar when the upper stone is stacked on the lower stone is called “kneading”.

  In addition, conventionally, stone walls along railway lines are piled up from the bottom to the top, but it is a common knowledge in a certain stage (a state where a new stone is stacked further above). The outline of the stone's upper end is a zigzag wavy line in a substantially horizontal direction, and a new space is formed in a portion recessed in a substantially “V” shape (hereinafter referred to as “tani”). Shiroishi is stacked so that its front shape is approximately rhombus (one of the four corner points is the highest vertex). This way of stacking Machinoku stones is called “Tanizumi”.

  When an earthquake acts on such a masonry wall, it sometimes deformed or collapsed. For this reason, railway operators have rushed to establish a method to prevent the masonry walls from deforming during an earthquake and increase the strength during the earthquake. As one of such methods (hereinafter referred to as “a seismic reinforcement method for masonry walls”), a method described below is known (for example, see Patent Document 1).

  First, the seal material (the place where the stones are in contact with each other as indicated by 9 in FIG. 8 is a substantially linear shape) is mixed with silica sand and an organic adhesive as appropriate, and water is added. Squeezed and kneaded), and hardened to unite the stones. At this time, the portion of the injection port where the grouting is performed thereafter is sealed with a tube inserted in advance, and the injection port is formed by removing the tube after the seal is solidified. After the sealing step, a commercially available grout material is injected using an injection port. By this pouring step, the grout material is entirely filled in the place of the rocks and all the parts of the back stones behind the stone. After this injection step, with the grout material solidified to some extent, a cylindrical core having a diameter of about 90 mm and a length of about 45 cm is removed. After this core removal step, a water filter is installed in the empty space from which the core has been removed (drainage forming step). As the water filter body, an outer cylinder made of a PVC pipe having a diameter of 75 millimeters, open at both ends and having a large number of holes in the cylindrical portion, and a cylindrical special filter (inner and outer surfaces formed in the outer cylinder) And a cylindrical body in which a pipe having a mesh structure of polypropylene and a polyethylene terephthal fiber filler between them are combined. By such a method, the masonry wall can be prevented from being deformed at the time of earthquake and the strength at the time of the earthquake can be increased, and the rainwater that has penetrated behind the masonry wall can be drained reliably. It is possible to prevent the masonry walls from collapsing and collapsing due to the water filled behind.

However, the development of a seismic reinforcement method for masonry walls that has the same or better function to prevent deformation and increase the strength during earthquakes than the conventional masonry wall seismic reinforcement method described above, and has a low construction cost. There is a strong demand now.
JP 2000-355949 A

  The present invention has been made to solve the above problems, and the problem to be solved by the present invention is that the deformation prevention function and the earthquake strength increase function at the time of an earthquake are equivalent to or more than the conventional system described above and are constructed. The object is to provide a method for seismic reinforcement of masonry walls that is low in cost.

In order to solve the above-described problem, a method for seismic reinforcement of a masonry wall according to claim 1 of the present invention,
Among retaining walls that prevent earth slope from falling and support earth pressure, pile stones along the ground slope and pile up stones smaller in diameter than stones in the gap between adjacent stones Deformation or collapse at the time of an earthquake of a masonry wall that is constructed by filling a boring stone that is a stone and a back stone that is a chestnut with a diameter smaller than that of the masonry material between the stone and the ground behind the stone A seismic reinforcement method for preventing
The masonry material in the vicinity of the masonry gathering portion, where the four masonry materials meet approximately on the surface of the stone masonry wall, can be removed in a substantially cylindrical shape by using a coring cutter and can reach the intrusion stone region from the outside. Forming an insertion opening,
The front end of a hollow cylinder made of metal is closed to form a conical point, and the rear end of the cylinder is opened to serve as an inlet, and a plurality of discharge holes are opened between the tip and the inlet. After inserting the injection pipe into the front part of the intrusion stone area through the insertion opening, the inner injection pipe is pushed toward the inside of the intrusion stone area, and the back injection hole of the injection injection pipe is To reach the near-ground position at the rear of the Kazuishi area,
The body injection hole and the back part discharge hole of the implantation injection pipe are set so as to face substantially vertically upward, and an injection hose on the injection plant side is connected to the inlet of the implantation injection pipe to form a fluid. After injecting the grout material from the injection pump of the injection plant through the injection hose by a predetermined injection amount, the grout material is hardened by pulling out the driving injection pipe, and the intruder stone and the back stone and their gaps. Forming a substantially bulbous solidified region between the back of the four stones and the ground by curing the grout material filled in
By repeating the above steps, a plurality of the substantially bulbous solidified regions are formed between the back of the masonry material and the ground so that the planar arrangement viewed from the surface of the masonry wall is substantially scattered. It is characterized by this.

Moreover, the seismic reinforcement method for masonry walls according to claim 2 of the present invention is as follows:
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
The predetermined injection amount is such that when the grout material is filled and hardened in the gap between the rocks or back stones, a substantially bulbous solidified region is formed between the back of the four stones and the ground. The amount of the grout material necessary to be formed between them is calculated in advance.

Moreover, the seismic reinforcement method for a masonry wall according to claim 3 of the present invention is as follows.
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
A small hole is opened at an appropriate location of the outer edge joint portion where the stone assembly meeting portion becomes a substantially central portion of the joints of the four stone stone materials, and an injection confirmation tube as a tubular member is inserted into the body stone. It is inserted, and it is judged that the predetermined injection amount is injected when the grout material leaks from the injection confirmation tube.

Moreover, the seismic reinforcement method for a masonry wall according to claim 4 of the present invention is as follows.
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
The masonry stone is a stone that is formed into a shape in which a thick plate-like part is joined to the bottom of a solid body whose surface is a substantially rectangular shape or a substantially square shape and has a substantially truncated pyramid shape. It is characterized by being.

Moreover, the seismic reinforcement method for masonry walls according to claim 5 of the present invention includes:
In the seismic reinforcement method of the masonry wall according to claim 4,
The Machinokushi is stacked by a valley method in which a line formed by a substantially horizontal joint of the wall surface is a zigzag wavy line.

Moreover, the seismic reinforcement method for masonry walls according to claim 6 of the present invention is as follows.
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
One or a plurality of body-portion discharge holes and back-portion discharge holes are provided so as to be arranged in a line on one line connecting the tip end portion and the inlet of the implantation injection pipe.

Moreover, the seismic reinforcement method for a masonry wall according to claim 7 of the present invention is as follows.
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
The injecting injection pipe is provided with one barrel discharge hole and two back discharge holes.

Moreover, the seismic reinforcement method for a masonry wall according to claim 8 of the present invention includes:
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
The vicinity of the inlet of the implantation pipe is a large diameter part, and the large diameter part is fixed to the surface of the stone.

Moreover, the seismic reinforcement method for masonry walls according to claim 9 of the present invention is as follows.
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
An inlet screw which is a male screw or a female screw is formed in the vicinity of the inlet of the implantation injection pipe, and can be screwed to the inlet screw at an end of the injection hose on the inlet side. It is characterized by forming a hose end screw.

Moreover, the seismic reinforcement method for a masonry wall according to claim 10 of the present invention includes:
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
The grout material is produced by mixing cement, sand and water.

Moreover, the seismic reinforcement method for a masonry wall according to claim 11 of the present invention includes:
In the seismic reinforcement method of the masonry wall of Claim 10,
The mixing ratio of the material of the grout material is set so that the flow value of the generated fluid grout material becomes a value in the range of 15 to 18 cm.

Moreover, the seismic reinforcement method for a masonry wall according to claim 12 of the present invention includes:
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
A pressure is applied when the grout material is injected, and the injection pressure is set to a value of about 0.05 to 0.06 megapascals.

Moreover, the seismic reinforcement method for a masonry wall according to claim 13 of the present invention includes:
In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
After the substantially bulbous solidified region is formed, the substantially bulbous solidified region is removed into a substantially cylindrical shape by using the coring cutter from the vicinity of the stone-masoning gathering portion, and the deep ground is further removed into a substantially cylindrical shape. Forming a fixing space that is reachable from the outside into the ground behind the back stone, injecting the fluid-like grout material into the fixing space, and fixing the steel material to the fluid-like shape in the fixing space. Insert into the grout material, harden the grout material, and then fix the pressing steel plate in a state where the surface of the stone material near the stone meeting part is pressed to the end of the fixing steel material protruding outside It is characterized by this.

Moreover, the seismic reinforcement method for a masonry wall according to claim 14 of the present invention includes:
Among retaining walls that prevent earth slope from falling and support earth pressure, pile stones along the ground slope and pile up stones smaller in diameter than stones in the gap between adjacent stones Deformation or collapse at the time of an earthquake of a masonry wall that is constructed by filling a boring stone that is a stone and a back stone that is a chestnut with a diameter smaller than that of the masonry material between the stone and the ground behind the stone A seismic reinforcement method for preventing
The masonry material in the vicinity of the masonry gathering portion, where the four masonry materials meet approximately on the surface of the stone masonry wall, can be removed in a substantially cylindrical shape by using a coring cutter and can reach the intrusion stone region from the outside Forming an insertion opening,
The front end of a hollow cylinder made of metal is closed to form a conical pointed end, and the rear end of the cylinder is opened to form an inlet, and an inlet screw that is a male screw or a female screw is formed at the end of the inlet. A driving injection tube having a plurality of discharge holes between the pointed end and the inflow port is inserted into the front portion of the intruding stone region from the insertion opening, and then a barrel is added by striking. Push in the inward direction of the piling stone area, let the back injection hole of the implantation injection pipe reach the position near the ground near the rear of the back injection stone area, The injection hole on the injection plant side is connected to the inlet of the injection injection pipe, and the fluid grout material is supplied from the injection pump of the injection plant to the injection hose. Then, after injecting a predetermined injection amount, the grout material is cured, A substantially bulbous shape that is reinforced by the implanting injection tube by filling the gap between these stones and backside stones and hardening the grout material so that the implantation injection tube functions as a fixing steel. The solidification region is formed between the back of the four masonry materials and the ground, and then a plate insertion hole opened in the restraining plate is formed near the inlet of the implantation pipe that protrudes to the outside. A fixing tool that can be inserted and screwed into the inlet screw is screwed into the inlet screw that protrudes from the holding plate, thereby pressing down the surface of the stone material near the stone meeting portion with the holding plate. Fixed in the
By repeating the step, the substantially bulbous solidified region reinforced by the implantation injection pipe is substantially dispersed in a plane arrangement when viewed from the surface of the stone masonry wall between the back of the masonry material and the ground. It is characterized by forming a plurality of dots.

Moreover, the seismic reinforcement method for a masonry wall according to claim 15 of the present invention includes:
Among retaining walls that prevent earth slope from falling and support earth pressure, pile stones along the ground slope and pile up stones smaller in diameter than stones in the gap between adjacent stones Deformation or collapse at the time of an earthquake of a masonry wall that is constructed by filling a boring stone that is a stone and a back stone that is a chestnut with a diameter smaller than that of the masonry material between the stone and the ground behind the stone A seismic reinforcement method for preventing
The masonry material near the masonry gathering portion, where the four masonry materials meet approximately on the surface of the stone masonry wall, is removed into a substantially cylindrical shape by using a coring cutter, and the ground deeper than the ground slope from the outside. Forming an insertion opening that can reach the area,
The front end of a hollow cylinder made of metal is closed to form a conical point, and the rear end of the cylinder is opened to serve as an inlet, and a plurality of discharge holes are opened between the tip and the inlet. After inserting the injection pipe from the insertion opening, it is pushed inward with an impact, and the back injection hole of the injection injection pipe reaches the vicinity of the intrusion stone region,
An injection hose on the injection plant side is connected to an inlet of the injection injection pipe, and a fluid grout material is connected to the injection plant. After injecting a predetermined injection amount from the injection pump through the injection hose, the injection pipe is pulled out to harden the grout material, and the grout material filled in the body stone and the gap is cured. By forming a solidified area near the surface including only the rock stone area by the vicinity of the rock stone area around the four stones,
By repeating the above steps, a plurality of the solidified areas near the surface are formed in the vicinity of the intrusion stone area around the masonry material so that the planar arrangement viewed from the surface of the masonry wall is substantially scattered.
The solidified area near the surface is removed in a substantially cylindrical shape by using the coring cutter from the vicinity of the stone assembly, and the ground in the back is removed in a substantially cylindrical shape from the outside into the ground behind the back stone. A reachable fixing space is formed, the fluid grout material is injected into the fixing space, the fixing steel material is inserted into the fluid grout material in the fixing space, and the grout material is cured. After that, a holding steel plate is fixed to the end portion of the fixing steel material protruding to the outside in a state where the surface of the stone material in the vicinity of the stone building meeting portion is pressed.

  According to the seismic reinforcement method for masonry walls according to the present invention, the masonry material in the vicinity of the masonry gathering area where the four masonry materials almost meet on the surface of the masonry wall is removed with a cored cutter to enter the intrusion stone region from the outside. Insert the injection injection tube that forms the reaching insertion opening, is made of metal, has the front end opened at the pointed end, and the rear end is the inflow port. Injecting the grout material in such a manner that it faces substantially vertically upward, and then pulling out the implantation tube to harden the grout material to form a substantially bulbous solidified region between the back of the four stones and the ground Was repeated, and the solidified area was formed so that the planar arrangement as viewed from the surface of the masonry wall was almost scattered. Even in a difficult construction site, the combination of small machines and human power It is possible to perform seismic reinforcement work for building walls, so it is possible to carry out construction without taking steps to close the railway lines that are in operation, and stone materials like conventional methods for seismic reinforcement of stone walls. It is not necessary to solidify the entire volume of chestnut stone behind the stone with grout material, it is enough to solidify about 1/9 of the total volume of chestnut stone behind the stone material with grout material, which greatly increases the construction cost And the overall construction period can be greatly shortened.

  In the embodiment described below, for example, an insertion opening that removes the masonry material in the vicinity of the masonry meeting portion where the four masonry materials substantially meet on the surface of the stone masonry wall, and reaches the intrusion stone region from the outside The injection injection tube is made of metal and the front end is open at the pointed end and the rear end is the inflow port. The insertion injection tube is inserted through the insertion opening and pushed in, and the discharge hole of the injection injection tube is substantially vertically upward. After injecting the grout material so as to face the surface, the driving tube is pulled out to harden the grout material and form a substantially bulbous solidified area between the back of the four stones and the ground, and solidify This is a method for seismic reinforcement of masonry walls in which the area of the masonry wall is formed so that the planar arrangement when viewed from the surface of the masonry wall is substantially scattered. Even in a narrow construction site, you can use both small machines and human power. Because it is possible to carry out seismic reinforcement work for masonry walls, it is possible to carry out construction without taking steps to close the railway tracks that are in operation, as well as conventional methods for seismic reinforcement of masonry walls. It is not necessary to solidify almost the entire volume of chestnut stone behind stones with grout material, it is enough to solidify about 1/9 of the total volume of chestnut stones behind stones with grout material. The cost can be greatly reduced, and the entire construction period can be greatly shortened, which is the best mode for realizing the present invention.

  Hereinafter, a first embodiment of the present invention will be described with reference to the drawings. FIG. 1 is a first diagram showing the procedure of the seismic reinforcement method for masonry walls according to the first embodiment of the present invention.

  FIG. 1 (A) is a view of the surface of a masonry wall on which a method for seismic reinforcement of a masonry wall according to a first embodiment of the present invention is viewed from the front. Since the entire structure of the stone wall is the same as that in the case of FIG. 8 described above, the description thereof is omitted. 1 (B) to FIG. 1 (D) are cross-sectional views of the surface of the masonry wall shown in FIG. 1 (A), and the outline on the left side of FIG. 1 (B) to FIG. This is the outer surface of this masonry wall. FIG. 2 is a side view showing the configuration of the driving injection pipe 13 used in the method for seismic reinforcement of a masonry wall according to the first embodiment of the present invention. FIG. FIG. 2B shows an enlarged cross section of the vicinity of the cap attachment portion 13f of the driving injection tube 13. Moreover, FIG. 3 is a 2nd figure which shows the procedure of the seismic reinforcement method of the masonry wall which is 1st Example of this invention. Moreover, FIG. 4 is a figure which shows the arrangement | positioning state of the area | region reinforced by the seismic reinforcement method of the masonry wall which is 1st Example of this invention.

  1A is a method called “Yaba Kotani (Yaban Kotani)”, which is a concave portion of the lower step where it is stacked. In this method, 2/3 of the rectangular or square side of the surface of the stone material (for example, Machi-ishi, 2A to 2D in FIG. 1A) is dropped. In addition to “Yaba Kodani” shown in FIG. 1 (A), “Yaware” (Yabane-Zami), which is the target of the seismic reinforcement method for masonry walls of the present invention. It is also called “Sumi”, “Ayaorizumi”, “Tsuboi Tanizumi” and so on.

  In the seismic reinforcement method for masonry walls according to the first embodiment of the present invention, first, a place P1 where the four masonry materials 2A, 2B, 2C and 2D substantially meet on the surface of the masonry wall (hereinafter referred to as “masonry stone”). In the case of FIG. 1 (A), the stone material 2D and the stone material 2B are used by using a substantially cylindrical cored cutter 11 as shown in FIG. 1 (B). The insertion opening 12 that can be removed from the outside to reach the area of the rock stone 4 (hereinafter referred to as “the rock wall area”) is formed.

  The outer diameter (diameter) of the substantially cylindrical cutter portion of the above-described cored cutter 11 is such that the outer diameter (diameter) of the hollow pipe 13a portion of the implantation tube 13 described later is about 30 millimeters. Therefore, in view of ease of insertion when the hollow pipe 13a portion is inserted, it is desirable that the thickness is at least 32 millimeters.

  Next, as shown in FIG. 1 (C), the injection injection tube 13 is moved from the insertion opening 12 formed by the core cutter 11 to the front part (masonry wall) of the intrusion stone region (region consisting of the intrusion stone 4). Is inserted in the front and the ground G is the rear), and then is struck by a striking tool 14 such as a kakeya and pushed into the internal direction of the intrusion stone area (direction approaching the ground G) .

  As shown in the side view of the overall configuration of FIG. 2A, the driving injection tube 13 closes the front end of a hollow cylindrical hollow pipe 13a made of metal such as steel to form a conical pointed portion 13b. The cylindrical pipe of the hollow pipe 13a is opened to form the inlet 13c, and the first discharge hole 13d1, the second discharge hole 13d2, and the third discharge hole 13d3 are opened between the tip 13b and the inlet 13c. Has been. Here, the third discharge hole 13d3 corresponds to the body discharge hole in the claims, and the first discharge hole 13d1 and the second discharge hole 13d2 are the back discharge holes in the claims. It corresponds.

  In this case, after the driving injection tube 13 is inserted into the front portion of the rocking stone region from the insertion opening 12, it is pushed inward and is pushed toward the inside of the rocking stone region. The one discharge hole 13d1 is made to reach the vicinity of the position before the ground G in the rear part of the back stone area (see FIG. 1D).

  Here, a more detailed configuration and standard dimensions of the implantation tube 13 will be described. As shown in the enlarged sectional view of FIG. 2B, a short cylindrical cap mounting portion 13f made of metal such as steel is fitted to the outside of the hollow pipe 13a near the inlet 13c side (rear end side). It has been. A male screw is formed on the outer cylindrical surface of the cap attachment portion 13f on the inlet 13c side (rear end side) to form a male screw portion 13g (see FIG. 2A). Further, a plate-like plate 13i made of metal such as steel is fitted to the outside of the plate attachment portion 13e, which is a portion on the pointed end portion 13b side (front end side) of the cap attachment portion 13f. A cap 13h made of a metal or a hard plastic material that functions as a lid can be attached to the male screw portion 13g of the cap attaching portion 13f by screwing. The cap 13h is a cylindrical member whose one end (the upper left end in FIG. 2A) is closed and the other end (the lower right end in FIG. 2A) is opened. Is formed with a female screw that can be screwed into the male screw of the male screw portion 13g. A cap portion 15a made of metal such as steel can be attached to the male screw portion 13g of the cap attachment portion 13f by screwing, which is a front end portion of an injection hose 15 described later. The base portion 15a is a cylindrical member having one end (upper left end in FIG. 2 (B)) and the other end (lower right end in FIG. 2 (B)) opened, and a cylindrical inner wall surface on the open port side. Is formed with a female screw portion 15c that can be screwed with the male screw of the male screw portion 13g. On the side of the rear end of the base portion 15a (the upper left end in FIG. 2B), a hose connection cylinder portion 25a1 that is a small-diameter cylindrical portion is provided, and the front end of the rubber hose 15b can be connected by fitting. Yes.

  Specific dimension values of the implantation injection pipe 13 are as follows. First, the outer diameter (diameter) of the hollow pipe 13a is about 30 millimeters, and the inner diameter (diameter) of the hollow pipe 13a is about 22 millimeters or more. The plate 13i is, for example, a square plate-shaped member of 150 mm × 150 mm or more, and the thickness thereof is, for example, 9 mm or more. Further, the distance L1 from the tip of the pointed portion 13b to the front surface of the plate 13i (the lower right surface in FIG. 2A) is about 900 millimeters. Further, the distance L2 from the tip of the pointed portion 13b to the central portion of the first discharge hole 13d1 is about 150 millimeters. The distance L3 from the center portion of the first discharge hole 13d1 to the center portion of the second discharge hole 13d2 is about 150 millimeters. The distance L4 from the center portion of the second discharge hole 13d2 to the center portion of the third discharge hole 13d3 is about 300 millimeters. In addition, the dimensions of the discharge holes 13d1 to 13d3 are such that the length of the hollow pipe 13a in the longitudinal direction is about 20 to 50 millimeters and the width of the hollow pipe 13a in the longitudinal direction is about 10 millimeters. Yes. If these dimensional values are adopted, it can be used to reinforce almost all types of masonry walls that exist along conventional railway lines.

  In the state shown in FIG. 1D, the discharge holes 13d1 to 13d3 in the front portion of the driving injection tube 13 are set so as to face substantially vertically upward. Next, the base portion 15a of the injection hose 15 on the injection plant (not shown) side is screwed into the male screw and the female screw on the male screw portion 13g of the cap attachment portion 13f near the inlet 13c of the driving injection tube 13. The fluid grout material 16 (refer to FIG. 1 (D) and FIG. 2 (B)) is connected from an injection pump (not shown) of an injection plant (not shown) through an injection hose 15 to a predetermined state. An injection amount is injected (FIG. 1D). The grout material 16 (see FIG. 1D and FIG. 2B) enters the inlet 13c of the injection injection pipe 13 from the cap portion 15a of the injection hose 15 and flows into the hollow pipe 13a. 13d3 flows upward and fills the gaps between the rocks in the nearby rock stone area, and flows upward from the second discharge hole 13d2 and fills in the nearby rock stone area. The gap between the stones is filled, and the gap flows out from the first discharge hole 13d1 to fill the gap between the lining stones in the lining stone area in the vicinity thereof.

  The grout material to be injected is produced by mixing cement (for example, Portland cement), sand and water. Do not use admixtures or admixtures (plasticizers, etc.). As the sand, fine sand is used, for example. Moreover, the mixing ratio of the material of the grout material is set so that the flow value of the generated fluid grout material is a value in the range of 15 to 18 cm. In addition, when injecting the grout material, pressure injection is performed by applying pressure, and the injection pressure is set to a value of about 0.05 to 0.06 megapascals.

  Here, two methods will be described as a method for determining the injection amount of the grout material. In the first method, as will be described later, the volume of the substantially bulbous solidified region Z1 (see FIG. 3) to be formed in the chestnut region behind the set of four stones 2A to 2D is determined in advance by calculation. This is a method for determining the amount of grout material to be injected utilizing what is possible. That is, in this first grout material injection amount determination method, the predetermined injection amount of the grout material is approximately bulbous when the gap between the boring stone 4 or the back stone 5 is filled with the grout material and hardened. The amount of the grout material necessary for the solidification region Z1 to be formed between the back of the four stones and the ground G is calculated in advance.

  Further, in the second grout material injection amount determination method, in FIG. 1 (A), among the four joint stone materials 2A, 2B, 2C, and 2D, the stone assembly portion P1 is substantially the central portion. A small hole is opened at an appropriate place on the outer edge joint portion, for example, any one place or two places of the place P2, the place P3, the place P4, or the place P5, and the small hole is tubular. A member (hereinafter referred to as “injection confirmation pipe”, not shown) is inserted to the inside of the intruder stone 4 and when the grout material leaks from the injection confirmation pipe, a predetermined amount of grout material is added. It is a method of judging that it was injected.

  Thereafter, the implantation pipe 13 is pulled out to harden the grout material, and the grout material (FIGS. 1D and 2B) filled in the gap stone 4 and the back stone 5 and these gaps. By curing (see reference numeral 16), a substantially bulbous solidified region Z1 can be formed between the back of the four stones 2A and 2B and 2C and 2D and the ground G (see FIG. 3). ).

  By repeating the above-described steps, the substantially bulbous solidified region Z1 (see FIG. 3) is substantially arranged in a plane E in the range E as seen from the surface of the masonry wall 1A between the back of the masonry material 2 and the ground G. A plurality of dots can be formed so as to be scattered (see FIG. 4). In FIG. 4, when the inside is seen through from the surface of the masonry wall 1A, the back of the set of four stones E is a substantially bulbous solidified region Z1, and the surface of the masonry wall of the substantially bulbous solidified region Z1 In the arrangement state of the range E, the substantially bulbous solidified region Z1 (the range E of the set of four stones on the surface) is not adjacent to each other. In other words, the substantially bulbous solidified region Z1 (the range E of the four stones on the surface of the set of stones E) is composed of four groups of eight in which the substantially bulbous solidified region Z1 is not formed behind. It has a masonry range.

  The above-described seismic reinforcement method for masonry walls according to the first embodiment of the present invention has the following advantages.

  1) Since the total length of the implantation pipe 13 is about 1 meter, even in a narrow construction site near a railroad track, a very small core-cutting cutter 11, a very small injection plant, etc. Seismic reinforcement work for masonry walls can be carried out by using both small machines and human power. In other words, it is not necessary to introduce large machinery, and construction can be carried out by effectively utilizing the time between trains passing through the work site without taking the `` track closure '' procedure on the railway line in operation. The benefits for railway operators are great.

  2) Unlike conventional methods for seismic reinforcement of masonry walls, it is not necessary to solidify the entire volume of chestnut stone behind the masonry material with grout material, but about 1/9 of the total volume of chestnut stone behind the masonry material. It is sufficient to solidify with grout material, and the construction cost can be greatly reduced and the entire construction period can be greatly shortened.

  The present invention can be realized by a configuration different from that of the first embodiment. Hereinafter, a second embodiment of the present invention will be described with reference to FIG. 5 (a diagram showing a procedure of the seismic reinforcement method for a masonry wall according to the second embodiment of the present invention). 5 (A) to 5 (D) are cross-sectional views of the surface of the masonry wall, similar to FIGS. 1 (B) to 1 (D), and FIG. 5 (A) to FIG. 5 (D). The contour line on the left shows the outer surface of this masonry wall.

  The seismic reinforcement method for masonry walls according to the second embodiment of the present invention is based on the above-described seismic reinforcement method for masonry walls according to the first embodiment of the present invention as shown in FIG. And the grout material filled in the gaps are hardened, so that a substantially bulbous solidified region Z1 is formed between the back of the four stones 2A and 2B and 2C and 2D and the ground G ) After the construction.

  As shown in FIG. 3, after the substantially bulbous solidified region Z1 is formed between the back of the set of four stones 2A to 2D and the ground G, the same as above from the vicinity of the stones gathering portion P1. The core-cutter 11 is used to remove the substantially bulbous solidified region Z1 into a substantially cylindrical shape (see FIG. 5A).

  Then, the hollowing work by the core cutter 11 is further performed to the back ground G, the back ground G is removed in a substantially cylindrical shape, and the fixing that can reach the back ground G of the back stones 2A to 2D from the outside. A space 17 is formed (see FIG. 5B).

  Next, a fluid grout material 19 is injected into the fixing space 17. An injection tool 18 or the like is used for the grout injection operation. For example, the injection tool 18 is equipped with a tubular member that can be inserted into the inlet of the fixing space 17 (the opening at the upper left end of the fixing space 17 in FIG. 5C) at the tip of the injection hose 15b. As a result, the fluid-like grout material 19 is injected into the fixing space 17. As the grout material 19, the same grout material 16 (see FIGS. 1D and 2B) used in the first embodiment can be used.

  Next, the fixing steel material 20 a is inserted into the fluid grout material 19 in the fixing space 17 before the fluid grout material injected into the fixing space 17 is cured. Thereafter, the grout material 19 is cured to obtain a cured grout material 19 ′. Next, on the end portion of the fixing steel material 20a protruding to the outside of the fixing space 17 (the upper left end portion in FIG. 5D), the stone materials near the stone assembly portion P1 (for example, 2B and 2D, all of 2A to 2D). The pressing steel plate 20b is fixed by the fixing tool 20c in a state where the surface is pressed. For this fixing, for example, a male screw is formed on the outer peripheral cylindrical surface of the end portion of the fixing steel material 20a (the upper left end portion in FIG. 5D), and a hole through which the fixing steel material 20a can be inserted into the holding steel plate 20b. Is formed in advance, and after the pressing steel plate 20b is inserted through the fixing steel material 20a, a nut to be screwed into the external thread on the outer peripheral cylindrical surface of the end portion (the upper left end portion in FIG. 5D) of the fixing steel material 20a Fixing can be performed by using the fixing tool 20c.

  The above-described seismic reinforcement method for masonry walls according to the second embodiment of the present invention has the following advantages.

  3) The substantially bulbous solidified region Z1 is formed between the back of the four stones 2A to 2D and the ground G, and further, the four stones 2A to 2D are composed of the holding steel plate 20b. The fixing tool 20c, the post-curing grout material 19 'in the fixing space 17, and the fixing steel material 20a are fixed to the ground G in the back so as to be sewn. Alternatively, the holding steel plate 20b, the fixing tool 20c, the post-curing grout material 19 'in the fixing space 17, and the fixing steel material 20a can exhibit a function like a so-called ground anchor.

  The present invention can also be realized by a configuration different from the first and second embodiments. Hereinafter, a third embodiment of the present invention will be described with reference to FIG. 6 (a diagram showing a state after the construction of the seismic reinforcement method for masonry walls according to the third embodiment of the present invention). FIG. 6 is a cross-sectional view of the surface of the masonry wall as in FIGS. 1B to 1D, and the contour line on the left side of FIG. 6 shows the outer surface of the masonry wall.

  The seismic reinforcement method for masonry walls according to the third embodiment of the present invention is an application (change) example of the seismic reinforcement method for masonry walls according to the first embodiment of the present invention.

  That is, in the seismic reinforcement method for a masonry wall according to the first embodiment of the present invention described above, after the grouting operation shown in FIG. 1 (D), the driving injection tube 13 is pulled out to harden the grouting material. By hardening the stones 4 and back stones 5 and the grout material (see reference numeral 16 in FIG. 1 (D) and FIG. 2 (B)) filled in these gaps, a substantially bulbous solidified region Z1 is formed. It forms between the back of the four masonry materials 2A and 2B and 2C and 2D, and the ground G (refer FIG. 3).

  However, in the seismic reinforcement method for a masonry wall according to the third embodiment of the present invention, after the grout injection operation shown in FIG. 1 (D), the injection injection pipe 13 is inserted without pulling out the injection injection pipe 13. The grout material is cured in the state, and the grout material 4 and the back stone 5 and the grout material (see reference numeral 16 in FIGS. 1D and 2B) filled in the gaps are cured. Thus, a substantially bulbous solidified region Z1 is formed between the back of the four stones 2A and 2B and 2C and 2D and the ground G. Then, a plate hole 13i1 established in the plate 13i is inserted in the vicinity of the inlet 13c of the implantation injection pipe 13 projecting to the outside, and a female screw that can be screwed into the male screw portion 13g of the cap attachment portion 13f. A cap 13h having a screw is screwed into a male screw portion 13g of a cap mounting portion 13f that is inserted through the plate 13i and protrudes, thereby allowing a stone material (for example, 2B and 2D; 2A to 2D of the stone assembly portion P1). The entire surface may be pressed) and fixed with the surface pressed by the plate 13i (see FIG. 6). Here, the plate 13i corresponds to the restraining plate in the claims, the plate hole 13i1 corresponds to the plate insertion hole in the claims, and the male screw portion 13g of the cap attachment portion 13f is the claim. The cap 13h corresponds to a fixture in the claims.

  The above-described seismic reinforcement method for masonry walls according to the third embodiment of the present invention has the following advantages.

  4) The substantially bulbous solidified region Z1 is formed between the back of the four stones 2A to 2D and the ground G, and further, the four stones 2A to 2D are formed from the plate 13i. The cap 13h and the hardened grout material in the substantially bulbous solidified zone Z1 and the driving injection tube 13 are fixed to the ground G behind the cap 13h so as to be sewn. Alternatively, the plate 13i, the cap 13h, the post-curing grout material in the substantially bulbous solidified region Z1, and the driving injection tube 13 can exhibit a function like a so-called ground anchor. Further, the implantation tube 13 is left in a state where it is embedded in the substantially bulbous solidified region Z1, and the material used for the seismic reinforcement method for the masonry wall is discarded after the construction in order to bring it into a so-called “burial” state. Without using it, it will be used up, leading to further reduction in construction costs.

  The present invention can also be realized by a configuration different from the first to third embodiments. Hereinafter, a fourth embodiment of the present invention will be described with reference to FIG. 7 (a diagram showing a procedure of the seismic reinforcement method for a masonry wall according to the fourth embodiment of the present invention). FIG. 7 is a cross-sectional view of the surface of the masonry wall, as in FIGS. 1B to 1D, and the outline on the left side of FIG. 7 shows the outer surface of the masonry wall.

  The seismic reinforcement method for masonry walls according to the fourth embodiment of the present invention is an application (change) example of the seismic reinforcement method for masonry walls according to the second embodiment of the present invention.

  That is, in the above-described seismic reinforcement method for masonry walls according to the second embodiment of the present invention, first, as shown in FIG. By hardening the filled grout material (see reference numeral 16 in FIGS. 1 (D) and 2 (B)), the substantially bulb-shaped solidified region Z1 is divided into four stones 2A and 2B and 2C and 2D. It is formed between the back of the ground and the ground G (see FIG. 3).

  However, in the seismic reinforcement method for masonry walls according to the fourth embodiment of the present invention, the range (size) of the solidified region by the hardened grout material is the seismic reinforcement method for masonry walls according to the second embodiment of the present invention described above. Smaller than. That is, in the seismic reinforcement method for masonry walls according to the fourth embodiment of the present invention, the range (size) of the solidified region Z2 by the hardened grout material is in the vicinity of the intrusion stone region composed of the intrusion stone 4 and the gap. It is a limited small area. Subsequent construction procedures are the same as in the case of the seismic reinforcement method for masonry walls of the second embodiment of the present invention described above.

  The above-described seismic reinforcement method for masonry walls according to the fourth embodiment of the present invention has the following advantages.

  5) Since the range (size) of the solidified region Z2 by the hardened grout material is less than half of the solidified region Z1 of the first embodiment, the amount of the grout material is also considerably smaller than that of the first embodiment. Well, the construction cost is further reduced as compared with the case of the first embodiment, and the entire construction period can be further shortened as compared with the case of the first embodiment.

  In addition, this invention is not limited to an above-described Example. Each of the above-described embodiments is an exemplification, and has any configuration that has substantially the same configuration as the technical idea described in the claims of the present invention and that exhibits the same operational effects. Are also included in the technical scope of the present invention.

  For example, each of the above-described embodiments has been described by taking an example of a masonry wall by an empty stacking method, but the present invention is not limited to this example, and may be applied to a masonry wall by a kneading method.

  In addition, as for the method of stacking stone walls, stone walls other than “Tanizumi (also known as“ turbostratum ”)”, for example, “Nuzumi (also known as“ stratified area ”)”, “Random layer product”, “random product”, “deformation product” and the like may be used.

  In addition, the stone material may also be a stone material other than “Machinishi”, for example, miscellaneous stone, cloth stone, meteorite and the like.

  Further, in the first embodiment, there is an example in which there is one trunk portion discharge hole (third discharge hole 13d3) and two back portion discharge holes (first discharge hole 13d1 and second discharge hole 13d2). However, other configurations may be used. In short, it is only necessary to open one or a plurality of barrel discharge holes and back discharge holes so that they are arranged in a line on a single line connecting the tip of the implantation pipe and the inlet.

  In addition, unlike the case of FIG. 1C, the rear end surface of the cap 13h (the upper left surface in FIG. 2A) is placed on the rear surface of the cap 13h with a cap 13h as shown in FIG. You may make it push in the internal direction (direction approaching to the ground G) of a boring stone area | region, adding the impact by the hitting tool 14 grade | etc.,. If it does in this way, plate 13i near inflow mouth 13c of implantation injection pipe 13 will become a large diameter part in a claim, and by this large diameter part, implantation injection pipe 13 will be fixed to the surface of a masonry material, Since it is not pushed into the interior any more, the position of the body discharge hole and the back discharge hole can always be set at a substantially constant depth (depth from the surface of the masonry wall). There is.

  Note that the relationship between the male screw portion and the female screw portion in FIG. 2 may be reversed. In short, an inlet screw, which is a male screw or a female screw, is formed at the end of the inlet of the driving injection tube, and a hose that can be screwed into the inlet screw at the inlet of the injection hose An end screw may be formed. In the first embodiment, the male screw portion 13g corresponds to the inlet screw in the claims, and the female screw portion 15c corresponds to the hose end screw in the claims.

  In addition to Portland cement, mixed cement and special cement can be used as cement for the grout material. Examples of the mixed cement include blast furnace cement, fly ash cement, and silica cement. In addition, examples of the special cement include ultrafast cement, alumina cement, expanded cement, and colloid cement.

  INDUSTRIAL APPLICABILITY The present invention can be implemented by a civil engineering / building industry that performs a seismic reinforcement method for masonry walls, a railway company having a masonry wall as a retaining wall, and the like, and can be used in these industries.

It is a 1st figure which shows the procedure of the seismic reinforcement method of the masonry wall which is 1st Example of this invention. It is a side view which shows the structure of the injection | pouring injection pipe used for the seismic reinforcement method of the masonry wall which is 1st Example of this invention. It is a 2nd figure which shows the procedure of the seismic reinforcement method of the masonry wall which is 1st Example of this invention. It is a figure which shows the arrangement | positioning state of the area | region reinforced by the seismic reinforcement method of the masonry wall which is 1st Example of this invention. It is a figure which shows the procedure of the seismic reinforcement method of the masonry wall which is 2nd Example of this invention. It is a figure which shows the procedure of the seismic reinforcement method of the masonry wall which is 3rd Example of this invention. It is a figure which shows the procedure of the seismic reinforcement method of the masonry wall which is 4th Example of this invention. It is a figure which shows the general structure of the conventional masonry wall. It is a figure which shows the general structure of Satoshi.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Masonry wall 1A Stone masonry wall after reinforcement 2-2D Masonry material 2K Mazama stone 3 Foundation 4 Trunk stone 5 Backing stone 6 Foundation chestnut stone 7 Ceiling stone 8 Cover soil 9 Joint 11 Core removal cutter 12 Insertion opening 13 Implantation injection Pipe 13a Hollow pipe 13b Pointed end 13c Inlet 13d1 First discharge hole 13d2 Second discharge hole 13d3 Third discharge hole 13e Plate mounting part 13f Cap mounting part 13g Male thread part 13h Cap 13i Plate 13i1 Plate hole 14 Impact tool 15 Injection Hose 15a Base part 25a1 Hose connection cylinder part 15b Rubber hose 15c Female thread part 16 Grout material 17 Fixing space 18 Injection tool 19 Fluid grout material 19 'Cured grout material 20a Fixing steel material 20b Holding steel plate 20c Fastening tool 21 Body 22 Joint end 23 face 24 friend D1 striking direction E product of solidified area Range G Ground L1~L4 each length in the implanted infusion tube L10 ahead length P1 product stone meeting part P2~P5 injection confirmed pipe insertion portion S ground slopes Z1 viewed from the wood surface, Z2 solidified region

Claims (15)

Among retaining walls that prevent earth slope from falling and support earth pressure, pile stones along the ground slope and pile up stones smaller in diameter than stones in the gap between adjacent stones Deformation or collapse at the time of an earthquake of a masonry wall that is constructed by filling a boring stone that is a stone and a back stone that is a chestnut with a diameter smaller than that of the masonry material between the stone and the ground behind the stone A seismic reinforcement method for preventing
The masonry material in the vicinity of the masonry gathering portion, where the four masonry materials meet approximately on the surface of the stone masonry wall, can be removed in a substantially cylindrical shape by using a coring cutter and can reach the intrusion stone region from the outside. Forming an insertion opening,
The front end of a hollow cylinder made of metal is closed to form a conical point, and the rear end of the cylinder is opened to serve as an inlet, and a plurality of discharge holes are opened between the tip and the inlet. After inserting the injection pipe into the front part of the intrusion stone area through the insertion opening, the inner injection pipe is pushed toward the inside of the intrusion stone area, and the back injection hole of the injection injection pipe is To reach the near-ground position at the rear of the Kazuishi area,
The body injection hole and the back part discharge hole of the implantation injection pipe are set so as to face substantially vertically upward, and an injection hose on the injection plant side is connected to the inlet of the implantation injection pipe to form a fluid. After injecting the grout material from the injection pump of the injection plant through the injection hose by a predetermined injection amount, the grout material is hardened by pulling out the driving injection pipe, and the intruder stone and the back stone and their gaps. Forming a substantially bulbous solidified region between the back of the four stones and the ground by curing the grout material filled in
By repeating the above steps, a plurality of the substantially bulbous solidified regions are formed between the back of the masonry material and the ground so that the planar arrangement viewed from the surface of the masonry wall is substantially scattered. Seismic reinforcement method for masonry walls. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
The predetermined injection amount is such that when the grout material is filled and hardened in the gap between the rocks or back stones, a substantially bulbous solidified region is formed between the back of the four stones and the ground. A method for seismic reinforcement of masonry walls, characterized in that the amount of grout material required to be formed between them is calculated in advance. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
A small hole is opened at an appropriate location of the outer edge joint portion where the stone assembly meeting portion becomes a substantially central portion of the joints of the four stone stone materials, and an injection confirmation tube as a tubular member is inserted into the body stone. A seismic reinforcement method for a masonry wall, characterized in that it is determined that the predetermined injection amount has been injected when the grout material leaks from the injection confirmation pipe. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
The masonry stone is a stone that is formed into a shape in which a thick plate-like part is joined to the bottom of a solid body whose surface is a substantially rectangular shape or a substantially square shape and has a substantially truncated pyramid shape. Seismic reinforcement method for masonry walls, characterized by being. In the seismic reinforcement method of the masonry wall according to claim 4,
The method of seismic reinforcement of masonry walls, wherein the machinite stones are stacked by a valley method in which lines formed by joints in a substantially horizontal direction of the wall surface are zigzag wavy lines. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
Seismic resistance of a masonry wall characterized in that one or a plurality of barrel discharge holes and back discharge holes are arranged in a line on one line connecting the tip and inlet of the injection pipe. Reinforcement method. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
A method for seismic reinforcement of a masonry wall, characterized in that there is provided one barrel discharge hole and two back discharge holes in the implantation injection pipe. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
A method for seismic reinforcement of a masonry wall, characterized in that the vicinity of the inlet of the implantation pipe is a large-diameter portion, and the large-diameter portion is fixed on the surface of the masonry material. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
An inlet screw which is a male screw or a female screw is formed in the vicinity of the inlet of the implantation injection pipe, and can be screwed to the inlet screw at an end of the injection hose on the inlet side. Seismic reinforcement method for masonry walls, characterized by forming hose end screws. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
The grouting material is produced by mixing cement, sand, and water. In the seismic reinforcement method of the masonry wall of Claim 10,
The mixing ratio of the material of the grout material is set so that the flow value of the generated fluid-like grout material becomes a value in the range of 15 to 18 cm. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
A method of seismic reinforcement of a masonry wall, wherein pressure is applied when the grout material is injected, and the injection pressure is set to a value of about 0.05 to 0.06 megapascals. In the earthquake-proof reinforcement method of the masonry wall of Claim 1,
After the substantially bulbous solidified region is formed, the substantially bulbous solidified region is removed into a substantially cylindrical shape by using the coring cutter from the vicinity of the stone-masoning gathering portion, and the deep ground is further removed into a substantially cylindrical shape. Forming a fixing space that is reachable from the outside into the ground behind the back stone, injecting the fluid-like grout material into the fixing space, and fixing the steel material to the fluid-like shape in the fixing space. Insert into the grout material, harden the grout material, and then fix the pressing steel plate in a state where the surface of the stone material near the stone meeting part is pressed to the end of the fixing steel material protruding outside Seismic reinforcement method for masonry walls. Among retaining walls that prevent earth slope from falling and support earth pressure, pile stones along the ground slope and pile up stones smaller in diameter than stones in the gap between adjacent stones Deformation or collapse at the time of an earthquake of a masonry wall that is constructed by filling a boring stone that is a stone and a back stone that is a chestnut with a diameter smaller than that of the masonry material between the stone and the ground behind the stone A seismic reinforcement method for preventing
The masonry material in the vicinity of the masonry gathering portion, where the four masonry materials meet approximately on the surface of the stone masonry wall, can be removed in a substantially cylindrical shape by using a coring cutter and can reach the intrusion stone region from the outside. Forming an insertion opening,
The front end of a hollow cylinder made of metal is closed to form a conical point, and the rear end of the cylinder is opened to form an inlet, and an inlet screw, which is a male screw or a female screw, is formed at the end of the inlet. A driving injection tube having a plurality of discharge holes between the pointed end and the inflow port is inserted into the front portion of the intruding stone region from the insertion opening, and then a barrel is added by striking. Push in the inward direction of the piling stone area, let the back injection hole of the implantation injection pipe reach the position near the ground near the rear of the back injection stone area, The injection hole on the injection plant side is connected to the inlet of the injection injection pipe, and the fluid grout material is supplied from the injection pump of the injection plant to the injection hose. Then, after injecting a predetermined injection amount, the grout material is cured, A substantially bulbous shape that is reinforced by the implanting injection tube by filling the gap between these stones and backside stones and hardening the grout material so that the implantation injection tube functions as a fixing steel. The solidification region is formed between the back of the four masonry materials and the ground, and then a plate insertion hole opened in the restraining plate is formed near the inlet of the implantation pipe that protrudes to the outside. A fixing tool that can be inserted and screwed into the inlet screw is screwed into the inlet screw protruding from the holding plate, thereby pressing the surface of the stone material near the stone meeting portion with the holding plate. Fixed in the
By repeating the step, the substantially bulbous solidified region reinforced by the implantation injection pipe is substantially dispersed in a plane arrangement when viewed from the surface of the stone masonry wall between the back of the masonry material and the ground. A method for seismic reinforcement of masonry walls, characterized in that a plurality of points are formed so as to form dots. Among retaining walls that prevent earth slope from falling and support earth pressure, pile stones along the ground slope and pile up stones smaller in diameter than stones in the gap between adjacent stones Deformation or collapse at the time of an earthquake of a masonry wall that is constructed by filling a boring stone that is a stone and a back stone that is a chestnut with a diameter smaller than that of the masonry material between the stone and the ground behind the stone A seismic reinforcement method for preventing
The masonry material near the masonry gathering portion, where the four masonry materials meet approximately on the surface of the stone masonry wall, is removed into a substantially cylindrical shape by using a coring cutter, and the ground deeper than the ground slope from the outside. Forming an insertion opening that can reach the area,
The front end of a hollow cylinder made of metal is closed to form a conical point, and the rear end of the cylinder is opened to serve as an inlet, and a plurality of discharge holes are opened between the tip and the inlet. After inserting the injection pipe from the insertion opening, it is pushed inward with an impact, and the back injection hole of the injection injection pipe reaches the vicinity of the intrusion stone region,
An injection hose on the injection plant side is connected to an inlet of the injection injection pipe, and a fluid grout material is connected to the injection plant. After injecting a predetermined injection amount from the injection pump through the injection hose, the injection pipe is pulled out to harden the grout material, and the grout material filled in the body stone and the gap is cured. By forming a solidified area near the surface including only the rock stone area by the vicinity of the rock stone area around the four stones,
By repeating the above steps, a plurality of the solidified areas near the surface are formed in the vicinity of the intrusion stone area around the masonry material so that the planar arrangement viewed from the surface of the masonry wall is substantially scattered.
The solidified area near the surface is removed in a substantially cylindrical shape by using the coring cutter from the vicinity of the stone assembly, and the ground in the back is removed in a substantially cylindrical shape from the outside into the ground behind the back stone. A reachable fixing space is formed, the fluid grout material is injected into the fixing space, the fixing steel material is inserted into the fluid grout material in the fixing space, and the grout material is cured. A seismic reinforcement method for a masonry wall, characterized in that a pressing steel plate is fixed to an end portion of the fixing steel material projecting to the outside in a state where the surface of the stone material in the vicinity of the stone meeting place is pressed.

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